LeMinhThang TV pdf by Le Minh Thang Submitted to The Graduate School of Dong A University in Partial Fulfillment of the Requirements for the Degree of Master of Science in Civil Engineering December 2[.]
㍳㌂䞯㥚⏒ⶎG jGiGGiGj GG}G {GtG G G G G G G G G G G G G G ☯㞚╖䞯ᾦG╖䞯㤦G 䏶⳿Ὃ䞯ὒG sGtG{G YWXZG䞯⎚☚G jGiGGiGj GG}G {GtG by Le Minh Thang Submitted to The Graduate School of Dong-A University in Partial Fulfillment of the Requirements for the Degree of Master of Science in Civil Engineering December 2013 ῃⶎ㽞⪳G ṗ㫛 㔲䠮⻫㠦 ➆⯎ ㌆㩦䏶㦮 㞫⹖Ệ☯ Consolidation Behavior of Busan Clay with Various Testing Methods 䏶⳿Ὃ䞯ὒ Le Minh Thang 㰖☚ᾦ㑮 㩫㎇ᾦ 㡂⩂ 㫛⮮㦮 㞫⹖㔲䠮⻫㧊 ṗ㧦㦮 㧻· ┾㩦㦚 Ṗ㰖ἶ 㡺⧲ 㔲Ṛ ☯㞞 ㌂㣿♮㠊㢪┺ ⁎ 㭧㠦㍲ Ṗ㧻 ⍦Ⰲ ㌂㣿♮⓪ 㔲䠮⻫㦖 1㹾㤦 䚲㭖 㞫⹖㔲䠮⻫ 㧊┺: 㯟, 1.0㦮 䞮㭧 㯳Ṗ゚㢖 24㔲Ṛ㦮 㨂䞮㔲Ṛ㦚 㣪ῂ䞮⓪ ⻫ A(IL24)㢖 ☯㧒䞲 䞮㭧㯳Ṗ゚㢖 㨂䞮㔲Ṛ㦚 1㹾 㞫⹖ 㫛⬢ 䤚⪲ 䞮⓪ ⻫ B(ILEOP)⪲ ῂ♲┺(ASTM D2435) ⁎⩂⋮ 㧊 㔲䠮⻫㦖 ㍶䟟㞫⹖㦧⩻(s¢p)㦚 ὒ㏢䘟Ṗ䞮ἶ, 㧻㔲Ṛ(IL24)㦚 㣪ῂ䞲┺⓪ ┾㩦㦚 Ṗ㰖ἶ 㧞┺ ➆⧒㍲ 㔲Ṛ㦚 㩞㟓䞮₆ 㥚䞮㡂 㡂⩂ 㔲䠮⻫✺㧊 Ṳ♮㠊㢪┺: 㯟, 㧒㩫⼖䡫㥾㔲䠮(CRS), 㧒㩫䞮㭧(CL), 㧒㩫㑮⚦(CG) 㞫⹖㔲䠮⻫ 㧊✺ 㭧㠦㍲ CRS㔲䠮㦖 ⡦ ┺⯎ 䚲㭖㔲䠮⻫(ASTM D4186)㦒⪲ 㿪㻲䞮ἶ 㧞┺ ⁎⩂⋮ CRS㔲䠮㦒⪲䎆 ἆ㩫♮⓪ ㍶䟟㞫⹖㦧⩻ s¢p⓪ ⼖䡫㥾㏣☚㠦 ➆⧒ 䋂Ợ ⼖䞲┺ 㧊⩂䞲 ⶎ㩲⯒ 䟊ἆ䞮₆ 㥚䟊 Ozer❇(2012)㦖 㽞₆ Ṛ⁏゚㠦 ➆⧒ ⼖䡫㥾㏣☚⯒ ἆ㩫䞮⓪ ⻫㦚 㩲㞞䞮㡖┺ ➆⧒㍲ ⼖䡫㥾㏣☚㠦 㡗䟻㦚 㰖 㞠ἶ, 㔲䠮 㔲Ṛ㦚 㩞㟓䞶 㑮 㧞⓪ Ṳ㍶♲ 㔲䠮㦚 Ṳ䞮⓪ ộ㧊 ⧢㰗䞮┺ ⽎G㡆ῂ㦮G⳿㩗㦖G┺㦢ὒGṯ┺aGOXPG㞫⹖GⰺṲ⼖㑮㦮G䘟Ṗ㠦G⹎䂮⓪GṖ⓻䞲G 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㭒㣪㠊aG㡆㟓䞲G㩦䏶SG㞫⹖㔲䠮⻫SG㡗䟻㧎㧦SG㞫⹖Ệ☯SG⼖䡫㥾㏣☚UG iii iv Contents INTRODUCTION 1.1 Background 1.2 Necessity and Purpose 1.3 Scope and Outline LITERATURE REVIEW 2.1 Consolidation Testing Methods and Theories 2.1.1 Behavior of consolidation 2.1.2 Increment loading consolidation theory (Method A) 2.1.3 End of primary consolidation theory (Method B) 10 2.1.4 Constant rate of strain (CRS) consolidation theory 11 2.1.5 Compressibility of clays in one-dimensional condition 13 2.2 Methods for Determining Consolidation Parameters 16 2.2.1 Coefficient of consolidation (cv) 16 2.2.1.1 Introduction 16 2.2.1.2 Taylor (1948)’s method (square-root-time method) 17 2.2.1.3 Casagrande’s (1940) method (log-time method) 18 2.2.1.4 The simplified t1/2 method (Feng, 2001) 20 2.2.1.5 Log t method at U=22.14% (Robinson, 1996) 21 2.2.1.6 Inflection point method at U=70% in log-t plot (Mesri, 1999) 22 2.2.1.7 Diagnostic curve method for cv (Singh, 2007) 23 2.2.1.8 Velocity against displacement method (Mckinley & Sivakumar, 2009) 25 2.2.1.9 cv from CRS test 27 2.2.1.10 Summary 28 2.2.2 Preconsolidation pressure σ’p (void ratio-effective stress relationship) 31 2.2.2.1 Introduction 31 2.2.2.2 Casagrande’s (1936) method 32 2.2.2.3 Schmertmann’s (1995) method 32 2.2.2.4 Silva’s (1970) method 34 2.2.2.5 Butterfied’s (1979) method 34 v 2.2.2.6 Jose et al.’s (1989) method 36 2.2.2.7 Burland’s (1990) method 37 2.2.2.8 Summary 38 2.2.3 Procedures for assessment of soil disturbance 40 2.2.3.1 Andersen and Kolstad’s (1979) procedure 40 2.2.3.2 Lunne’s (1997) procedure 41 2.2.4 Proper strain rate for CRS test 42 2.2.4.1 Method of Liquid-limit 42 2.2.4.2 A Tolga Ozer et al.’s (2012) method 42 TEST PROGRAM 3.1 Site Description 45 3.2 Sampling and Sample Preparation 48 3.2.1 Sampling 48 3.2.2 Sample preparation 49 3.3 Test Plan 51 3.3.1 Consolidation tests for evaluating factors of effects 51 3.3.1.1 Factors affecting on consolidation behavior of clay 51 3.3.1.2 The factor of saturation 51 3.3.1.3 The factor of drainage paths 52 3.3.1.4 The factor of testing equipment 53 3.3.1.5 The factor of testing method 54 3.3.2 The newly suggested method ILM24 and ILMEOP 55 3.4 Test Methods and Equipment 56 3.4.1 Test methods 56 3.4.1.1 Introduction 56 3.4.1.2 Test methods with test procedure 57 3.4.2 Test equipment 69 3.4.2.1 Test equipment with test procedure 69 3.4.2.2 Calibration 73 vi TEST RESULTS AND INTERPRETATION 4.1 Introduction 79 4.2 Factors of Effects 80 4.2.1 Effect of saturation 80 4.2.2 Effect of drainage paths 85 4.2.3 Effect of testing equipment 91 4.2.4 Effect of testing methods 98 4.2.5 Summary 103 4.3 Newly Suggested Methods 104 4.3.1 Introduction 104 4.3.2 24-hour Incremental Loading test with multiple-stage loading in the predicted range of σ’p (ILM24) 106 4.3.3 Incremental Loading test for EOP with multiple-stage loading in the predicted range of σ’p (ILMEOP) 111 4.3.4 Evaluation of ILMEOP tests with depth 116 4.4 Effect of Depositional Environment on Soil Behavior 127 DISCUSSION 5.1 The Most Suitable Method of Consolidation Test for Busan Clay 133 5.2 The Proper Strain Rate for CRS Test of Busan Clay 135 SUMMARY AND CONCLUSIONS 6.1 Introduction 149 6.2 Effects of Possible Influence Factors 149 6.3 Development of Enhanced Testing Method 150 6.4 Applicability and Re-evaluation of Consolidation Properties on Busan Clay 151 6.5 Recommendations 153 Reference 155 Abstract 161 Acknowledgement 165 vii Fig 2.14 Taylor, Casagrande, velocity and inverse velocity plots for sample BUBC 2212: (a) Taylor plot; (b) Casagrande plot; (c) velocity plot; (d) inverse velocity plot 26 Fig 2.15 Settlement versus Square root time plots for specimen of Scottish Till 31 Fig 2.16 Casgrande (1936)’s method 32 Fig 2.17 Schmertmann (1955)’s method 33 Fig 2.18 Silva (1970)’s method 34 Fig 2.19 Butterfield (1979)’s method 36 Fig 2.20 Jose et al (1989)’s method 37 Fig 2.21 Burland (1990)’s method 38 Fig 2.22 Example of highly over consolidated soil showing two possible interpretation using the method of Pacheco Silva (1970) 39 Fig 2.23 Interpretation of σ’p using (a) Pacheco Silva (1970) and (b) Casagrande (1936) method, and (c) Illustration of the effects of scale when using these method (after Clementino 2005) 40 Fig 2.24 Assumed relationship between effective vertical stress and elapsed time in a CRS consolidation test 43 Fig 3.1 Testing location map in the marginal Basin (after Ryu et al 2005) 45 Fig 3.2 Borehole location map from DIS-1 to DIS-5 45 Fig 3.3 Geotechnical Characteristics and depositional environment at surveyed sites: (a) at DIS-5; (b) at DIS-2 site 46 Fig 3.4 Stratigraphy and depositional units with sediment accumulation curve (after Ryu et al., 2005) 47 xii Fig 3.5 Sampling in operation using the oil-operated fixed piston sampler: (a) Lowering of casing and successive coring; (b) Locking; (c) Advancement of tube; (d) Withdrawing 48 Fig 3.6 Preparation of sample from transportation 50 Fig 3.7 Four sample rings of testing set for cell effect, from left to right: 1way oedometer ring, Rowe-cell ring, SNU-type ring, GDS-type ring 54 Fig 3.8 De-airing the drainage system: (a) for SNU-type cell; (b) for Rowe hydraulic cell (c) for GDS-type cell 58 Fig 3.9 The procedure for suction test 59 Fig 3.10 Trimming the sample into the sample rings with plastic base 60 Fig 3.11 Four sample rings frequently used for IL24 test, from left to right: 1way oedometer ring, 2-way odometer ring, SNU-type ring, and GDStype ring 60 Fig 3.12 Trimming the sample into the different-size sample rings 61 Fig 3.13 Preparation of GDS-type specimen of 20 mm height 62 Fig 3.14 Testing cells: (a) one-way conventional oedometer cell; (b) Rowe hydraulic cell; (c) SNU-type cell; (d) GDS-type cell 63 Fig 3.15 The connections in CRS test with SNU-type and GDS-type cell 65 Fig 3.16 The method procedure of determining the point of t100 66 Fig 3.17 The systems of CRS test performed on GDS-type cell 68 Fig 3.18 Removal of specimens 69 Fig 3.19 Test procedure of IL test with conventional oedometer cell 70 Fig 3.20 Rowe cell cross section of parts 71 xiii Fig 3.21 Sample setup in the Rowe hydraulic cell 73 Fig 3.22 CRS test procedure with GDS cell 72 Fig 3.23 Modified conventional oedometer presses beside the standard ones 73 Fig 3.24 Calibration for system compressibility of oedometer and loading frame with SNU-type and GDS-type cell 75 Fig 3.25 Calibration for uplifting the loading ram caused by back pressure in CRS system with GDS cell 76 Fig 3.26 Definition of balance weight for IL test with GDS cell: 78 Fig 4.1 Plots for saturation effect with MNS sample at 12 meter in depth 82 Fig 4.2 Plots for saturation effect with MNS sample at 17 meter in depth 83 Fig 4.3 Plots for saturation effect with ONS sample at 13 meter in depth 84 Fig 4.4 The plots of the IL24 test in 1-way, 2-way drainage and CRS test 87 Fig 4.5 The plots of the ILEOP in 1-way, 2-way drainage and CRS test with sample MNS,17m-3 88 Fig 4.6 The plots from the ILEOP in 1-way, 2-way drainage and CRS test with sample DIS-2, ONS-1,18m-4 89 Fig 4.7 The plots of the ILM24 tests in 1-way, 2-way drainage and CRS test with sample DIS-2, ONS-1, 18 m 90 Fig 4.8 The cell effect from the CRS tests for different cells with sample DIS2, ONS-1,18.3-18.4 m 93 Fig 4.9 The cell effect from the CRS tests for different cells with sample DIS2, ONS-1, 19.8-19.9 m 94 Fig 4.10 The cell effect from the ILEOP, 1-way tests for different cells with sample DIS-2, ONS-1, 19.9-20.0 m 95 xiv Fig 4.11 The cell effect from the IL24, 2-way tests for different cells with sample DIS-2, ONS-2,12.43-12.53 m 96 Fig 4.12 The cell effect from the ILMEOP, 2-way tests for different cells with sample DIS-2, ONS-2, 19.9-20.0 m 97 Fig 4.13 The effect of testing method from the IL and CRS test with sample DIS-5, ONS,13 m 100 Fig 4.14 The effect of testing method from the IL and CRS tests with sample DIS-2, ONS-1, 12 m 101 Fig 4.15 The effect of testing method from the IL and CRS tests with sample DIS-2-ONS 2-12 m 102 Fig 4.16 Plot comparison between IL24 and ILM24 with sample D2-O2-12m 108 Fig 4.17 Plot comparison between IL24 and ILM24 with sample D2-O2-15m 119 Fig 4.18 Plot comparison between IL24 and ILM24 with sample D2-O2-18m 110 Fig 4.19 Plot comparison between ILEOP and ILMEOP with sample D2-O2-12m 113 Fig 4.20 Plot comparison between ILEOP and ILMEOP with sample D2-O2-15m 114 Fig 4.21 Plot comparison between ILEOP and ILMEOP with sample D2-O2-18m 115 Fig 4.22 Distribution of strain rate with depth and in-situ vertical effective stress 117 Fig 4.23 Determination of consolidation coefficient cv and constrained modulus M 118 Fig 4.24 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 4.83-4.93m 119 Fig 4.25 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 7.73-7.83 m 120 Fig 4.26 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 12.43-12.53 m 121 xv Fig 4.27 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 15.43-15.53 m 122 Fig 4.28 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 18.43-18.53 m 123 Fig 4.29 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 19.93-20.03 m 124 Fig 4.30 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 25.93-26.03 m 125 Fig 4.31 Plots for comparison among IL24, ILMEOP, CRS test with the sample DIS-2, ONS-2, 30.43-30.53 m 126 Fig 4.32 Effect of depositional environment on preconsolidation pressure σ’p with and without consideration of residual pressure σ’r at DIS-2, ONS-2 borehole 128 Fig 4.33 Effect of depositional environment on disturbance level Δe/e0 with and without consideration of residual pressure σ’r at DIS-2, ONS-2 borehole (A: Very good to excellent, B: Good to fair, C: Poor) 129 Fig 4.34 Effect of depositional environment on over-consolidation ratio OCR with and without consideration of residual pressure σ’r at DIS-2, ONS-2 borehole 130 Fig 4.35 Effect of depositional environment on Compression index Cc and Coefficient of consolidation cv at DIS-2 ONS-2 borehole 131 Fig 4.36 Effect of depositional environment on constrained modulus M at DIS2 ONS-2 borehole 132 Fig 5.1 Relationship between Cc and e0 in IL24, CRS and ILMEOP tests 133 Fig 5.2 Plots of strain and total time to Normalized effective stress σ'v/σ'p from the ILMEOP test for samples in DIS-2, ONS-2 136 Fig 5.3 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 4.83-4.93m 137 Fig 5.4 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 7.73-7.83 m 138 xvi Fig 5.5 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 12.43-12.53 m 139 Fig 5.6 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 15.43-15.53 m 140 Fig 5.7 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 18.43-18.53 141 Fig 5.8 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 19.93-20.03 m 142 Fig 5.9 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 25.93-26.03 m 143 Fig 5.10 Plots of load intensity σ’v/ σ’p v/s strain, v/s total time, and fitting graph for sample DIS-2, ONS-2, 30.43-30.53 m 144 Fig 5.11 The relationship between Strain rate and depth in comparison with σ’vo 145 Fig 5.12 The relationship plot between strain rate and σ’vo 146 Fig 5.13 The plots illustrating the relationship between (a) σ’vo and Mo , (b) Mo and strain rate 147 xvii